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HomeMy WebLinkAboutTRUSS PAPPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ■Vu ■volk HE: 2027573 - 17/77/9 FP/INDIAN RIVER ES MiTek USA, Inc. Site Information: 6904 Parke East Blvd. „ a Fl. 33610-4115 Customer Info: ADAMS HOMES Project Name: 2027573 Model: 2117 B 1 OX14 RAI Lot/Block: 17/77/9 Subdivision: FORT PIERCE / INDIAN RIVER ESTATES Address: 5810 TANGELO DR,. City: FORT PIERCE State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20171TP12014 Design Program: MiTek 20/20 8.2 Wind,Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 44 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# 1 T17691124 A01 7/25/19 23 T1769' 2 T17691125 A02 7/25/19 24 T1769'. 3 T17691126 A03 7/25/19 25 T1769'. 4 T17691127 A04 7/25/19 26 T1769' 5 T17691128 A05 7/25/19 27 T1769' 6 T17691129 A06 7/25/19 28 T1769' 7 T17691130 A07B 7/25/19 29 T1769- 8 T17691131 A08 7/25119 30 T1769- 9 T17691132 A09B 7/25/19 31 T1769' 10 T17691133 A10 7/25/19 32 T1769' 11 T17691134 A11 B 7/25/19 33 T1769' 12 T17691135 Al2 7/25119 34 T1769- 13 T17691136 Al3B 7/25/19 35 T1769' 14 T17691137 A14 7/25/19 36 T1769' 15 T17691138 A15 7/25/19 37 T1769' 16, T17691139 A16 7/25/19 38 T1769' 17 T17691140 B02 7/25/19 39 T1769' 18 T17691141 B03 7/25/19 40 T1769' 19 T17691142 B04 7/25/19 41 T1769' 20 T17691143 B05 7/25/19 42 TI769- 21 T17691144 CJ1 7/25/19 43 T1769' 22 T17691145 CAP 7/25/19 44 T1769' Truss Name Date 146 CJ3 147 CJ3 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IkIPORTANT NOTE: The seal on these truss component designs is a certification + .L that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI PI 1, Chapter 2. FILE COP N0� � 0 2019 SCANNED BY Ludo County vela P sk I= ❑ulpq� NN 613182 ,t _ rE OF :��/¢� R I d- N IIIII\\\ Tampa FL 33610 July 25,2019 Velez, Joaquin 1 of 1 Job Truss Truss Type e x Oty Ply 17/7719 FP/INDIAN RIVER ES T77691125 2027573 A02 Special Truss 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 82019 MiTek Industries, Inc. Thu Jul 25 07:54:40 2019 Pagel r � , 5x8 6x3 3.00 12 J�� 4x6 = 7-8-102 14-0-0 23.4-0 31-3-0 35-8-0 7.8-00 I 8-3-8 9- 0 7-11-0 4.5-0 Scale = 1:68.5 IT T IN II Id Plate Offsets (X,Y)-- [2:0-2-7,Edgel. [3:0-3-0,0-3-0I 15:0-5-0,0-1-121 [6:0-4-0 0-MI LOADING (psf) SPACING- 2-M CSI. DEFL. - in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.5111-12 >834 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Verl(CT) -0.9210-11 >461 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.35 8 n/a n/a BCDL 10.0 Code FBC2017rFP12014 MaMx-MSH Weight: 187 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-6,1-3: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 5-11,5-10 REACTIONS. (lb/size) 2=1388/0-8-0, 8=1313/Mechanical Max Hors 2=348(LC 9) Max Uplift 2=-721(LC 10), 8=-628(LC 10) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4282/2376, 3-4=-3498/2017, 4-5=-3497/2214, 5E=-1684/1129, 6-7=-1692/985, 7-8=-1282/807 BOT CHORD 2-12=-2147/4002, 11-12=-2157/4012, 10-11=-671/1468, 9-10=-920/1607 WEBS 3-11=-772/504,4-11=-392/391,5-11=-1411/2613,5-10=-134/267,6-10=-376/368, 6-9= 321/321, 7-9=-719/1455 NOTES- -1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 17-0-0, Exterior(2) 17-0-0 to z3-0-0, Interior(1) 23-" to 32-6-4, Extedor(2) 32-6-4 to 35-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss Ras been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit Platween the bottom chord and any other members. 5) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s)2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 21--721, 8=628. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNING-VedlydestgnparamefemanCREADNOTES ON MN ANDOCLUDEDMr KREF£RANCEPAGEU&74MmK 10V3,2075BEFOREBSE Design valid for use only with MOekle connectors. This design Is based only upon parameters shown, and Is for on IndMdual buliding component, not �� a truss system, Before use. the bulldIng designer must verity the applicability of design parameters and properly Incorporate Mls design Into the overall buOdingdesgn. Bracing lndIcatedIstoprevent bucidingofIndMdualtruss web and/or chord members only. Additlonaltemporcryondport anenfbrocing MiTek* Is always requIred for statellity and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the tobtication. storage, delNery, erection and bracing of trusses and truss systems seeANSIFIFIl Quality CMn6, 135II.119 and SCSI Building Component 69N Parke East Blvd. Safety Infaenationavalable from Truss Plate Im5lufe. 218 N. Lee Street Suite 312. Alexondria, VA 22314. Tampa, FL 33610 Truss Type + ' pry Ply 1717719 FP4NDIAN RIVER ES Flob �A03 T17691126 5731:� Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 82019 MiTek Industries, Inc. Thu Jul 2507:54:41 2019 Page 1 ID:xZpBkW mmOHCg6fGUWAKsgmCf2U-Y40ZfLuWjgLBRTuda4NlpUuP6cvk?MFNb3Ki3yuari _ -1-0-0 7-8-10 12.9-13 4-0. 19.0.0 21.0-0 23-4-0 28-10-5 35-8-0 �1-0-Oi 7-8-10 5-1-3 �1.2-3� 5-0-0 2-0-0 + 2-4.0 ~ 5-6-5 6-9-11 5.6 = 5x6 r 620 11 Scale=1:67.6 I06 3.00 12 5a8 3x6 = LOADING (psf) TCLL 20.0 TCDL TO BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.92 BC 0.89 WE 0.72 Matrix-MSH DEFL. in (too) Wait L/d Vert(LL) 0.49 13-14 A70 240 Vert(CT) -0.71 13-14 >601 180 Horz(CT) - 0.36 9 n/a n/a PLATES. GRIP MT20 244/190 Weight: 205 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing direcdyapplied, except end verticals. 1-3:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-0-6 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-12, 6-11 2-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1388/0-e-0, 9=1313/Mechanical Max Horz 2=330(LC 9) Max Uplift 2=-721(LC 10), 9=-628(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4286/2526, 3-4=,3484/2193, 4-5=-1796/1323,.5-6- 1553/1269, 6-7- 1679/1219, 7-8=-1684/1044,8-9=-1288/855 BOT CHORD 2-14=-2284/3999, 13-14=2296/4006; 12-13=-1800/3186, 11-12=-759/1463, 10-11=-987/1594 WEBS 4-13=-992/1931,3-14=0/251,3-13=-794/494,4-12=-2186/1347,5-12=-435/652, ' 6-12=-213/666,7-11=,343/340,7-10=-312/350,8-10=-766/1441 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. e; Ekp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0. Intedor(1) 1-8-0 to 14-9-1, Extedor(2) 14-9-1 to 25-2-15, Interior(1) 25-2-15 to 32-6-4, Exterior(2) 32-6A to 35-6-4 zone; cantilever left and right exposed';C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4)^fhis tnlss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify -tpacity of bearing surface. 9) Provide mechanical connection (by others) of Russ to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) Joaquin Velez PE No.68182 2=721, 9=628; MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 ^ Date: July 25,2019 Truss Truss Type s r Ony RIVER ES rJob T17691127 =JobReferenm 573 A04 Hip Truss 1 nal) Builders RrstSource (Plant City, FL), Plant City, FL- 33567, yid-01 ]-a-10 8.240 s Jun 8 2019 MiTek Industries, Inc. 4x6 = 4x6 = 07:54:43 2019 Pagel 3.00 12 14 3x6 11 3xB 2x4 11 2x4 11 8xl4 MT20HS = 24 40U L_ Iz34O z3r127a 32L0]zz1u1 ]4 z8 2� d-&bb soo I suo oc o Scale =1:68.0 Plate Offsets (X,))— [2:0-0-10,Edge], [3:0-3-0,0-3-01, [6:0-3-8,0-2-07, f10:0-5-12,0-0-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.50 15-16 >770 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0,77 Vert(CT) -0.70 15-16 >554 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(CT) 0.37 9 n1a r✓a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 196 lb FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-16: 2x4 SP No.1, 10-16: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1267/0-8-0, 9=1197/0-3-8 Max Hom 2=300(LC 9) Max Uplift 2=-652(LC 10), 9=-575(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces250 (lb) or less except when shown. TOP CHORD 2-3=-3806/2283, 3-4=-2996/1948, 4-5=-1392/1078, 5-6=-1180/1044, 6.7=-1393/1047, 7-8=-1001/707, 8-9=-1136/826 BOT CHORD 2-17=-2157/3594, 16-17=-2170/3602, 15-16=-1682/2808, 14-15=-611/1111, 12-14=-508/827, 10-12=-515/805 WEBS 4-16=-982/1847, 5-15=-372J583� 6-14=-100/284,3-17=0/252,3-16=-791/496, 4-15=-2144/1354, 7-10=-785/642, 8-10=-676/1038, 7-14=-203/598 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 4-2-1 oc bracing. 1 Row at midpt 4-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. -2) Wind: ASQE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psQ BCDL=5.Opsf; h=15ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteror(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 14-9-1, Exterior(2) 14-9-1 to �5-2-15, Interior(1) 25-2-15 to 29-2-4. Extenor(2) 29-2-4 to 32-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurcent with any other live loads. 6)� Thisrtruss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4==652, 9=575. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 SSM Parke East BNdTampa FL 33610 Date: July 25,2019 QWARNING- Velllydeslgnpammehrnand BEADNOTESONTNISANDWCLUDEDMD NBEFERANCEPAGEMLL74Mrev. 1ML3/d01SBEFOHEUSE Design valid for use only with MTek®connectors. Mls desgn is based only upon parameters shown, and is for on hdMdual building component not �� a truss system. Before use, fie building designer must verify ire opplicabilily of design parameters and propery Incorporate this design Into the overall buildingdesign. Bracing indicated Is to prevent buckling ofhdMdualtrusswebandlorchord members only. ,Additlonaltemporaryondpermonentbrocing MiTW Is always required for stabflHy and to prevent collapse witn possible personal Injury and property damage.. For general guidance regarding the fabrication.storage.delivery. erection and bracing of trusses and truss systems, seaANSt/1P11 Quality Criteria, DSB69 and SCSI Balding Component 69M Parke East Blvd. Safety Inlommlbnavoilable from Truss Plate Oufitute, 218 N. Lee Street Suite 312 Alexondria, VA 22314. Tampa, FL 33610 Job Truss Type ' RIVER ES2027573 JTruss �C7nyPly�IV77.19FPlINDIAN A05 Hip TnLss rence (optional) Builders RrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Thu Jul 25 07:54:44 2019 Page 1 3x8 = 3.00 12 Sx6 = 5x6 = 6.00 12 5 19 6 7-640 13-10-4 14 O i7-0-0 23.4-0 29-74 35-8-0 7-8-10 6.1-10 P -12 3.0.0 6.4-0 8.3.4 6-0-72 Scale = 1:67.6 Plate Offsets (X,Y)-- [2:0-1-2,0-0-71, [3:0-3-8,0-3-0] [5:0-2-12 0-1-121 16:0-4-0 0-2-81 LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.44 12-13 >964 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.8211-12 >518 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.31 9 We n(a BCDL 10.0 Code FBC201771P12014 Matdx-MSH Weight: 1921b FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except 1-3i2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* 2-12: 2x4 SP M 31, 11-12: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or4-11-6 oc bracing. WEBS 1 Row at midpt 5-11 REACTIONS. (lb/size) 2=1388/0-8-0, 9=1313/Mechanical Max Horz 2=293(LC 8) Max Uplift 2=-721(LC 10), 9=-628(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3---4302/2671, 3-4=3497/2294, 4-5=-3471/2483, 5-6=-1424/1234, 6-7=-1699/1271, 7-8=-1837/1241, 8-9=-1254/912 BOT CHORD 2-13=-2421/3988, 12-13=-2422/4010, 11-12=-1166/2023, 10-11=1007/1588 WEBS 4-12=327/396, 6-11=158/445, 7-11=-276/239, 7-10=-205/273, 8-10=-952/1526, 3-12=-817/523,5-12=-1421/2314,5-11=-919/495 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Vital., GCpi=0.18; MWFRS (directional) and C-C Exledor(2)-1-4-0.to 1-8-0, Intenor(1) 1-8-0 to 12-9-1. Extedor(2) 12-9-1 to 27-2-15. Interior(1) 27-2-15 to 32-6-4, Exterior(2) 32-6-4 to 35-6-4 zone; cantilever left and right exposed ;C-C for members and James & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) BeariMs are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain fonnula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=721, 9=628. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: July 25,2019 Q WARNWG-Ve fydeslgeparemet..EREAONOIESONTNISANDWCLUDEDMREKREFERANCEVAGEMO74M.re. 1GTY10156EF0REUSE Design valid for use only with MBeIsli, connectors. fib design is based only upon parameters shown. and Is for an hdiedual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall building deslg,Brocing Indicated is to prevent buckling of Inc Mdual truss web and/or chord members only. Additional temporory and permanent bracing M[Tek* Is always required for stab0lty and to prevent collapse win possible personal Injury, and property damage. For general guidance regarding tine fabrication, storage. dellvery, erection and bracing of trusses and toss systems, seeAN3VTP11 Quality CModa, DSB419 and SCSI BuldhComponent SON PeAe East Easter t Blvd.en Sofety InfoallonaR vallable from Truss ate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314, Temper FL Job Truss Truss Type ` Oly Ply 1717719 FPANDIAN RIVER ES T77691130 2027573 A07B Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), w -1-4-0 7-8- Plant City, FL - 33567, 6.00 12 8.240 s Jun 8201 ID:xZpBkW mmOHCg6fGUWAKsgaCf21 18-z-0 23L-0 2s-0-o a-z-ot-e-o Sal = 30 = 5x6 = 4 5 35 36 6 Inc. Thu Jul 25 07:54:46 2019 Page 1 Scale =1:67.8 2.4 11 2x4 =2x4 11 13 6x8 = 5x8 2x4 11 2x4 11 EX12 MT20HS = 25-0a 781z 1a-0o teas z1-0-u 23s0 1 27s 31-11-0 369-0 ]-8-12 63i 33-0 2-&14 232 Crab 4J-0 b1P1 1-2-0 Plate Offsets (_X Y)-- [2:0-2-7 Edge] 13:0-3-8 0-3-01 [4:0-0-8 0-2-01 [6:0-4-0 0-2-8] 110:0-3-12 0-0-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.46 15-16 >961 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Ved(CT) -0.71 9-10 >623 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress [nor YES WB 0.68 Horz(CT) 0.35 9 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2461b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-4: 2x4 SP M 31, 1-3: 2x4 SP No,t BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. Except: BOT CHORD 2x4 SP N0.2 *Except* 4-9-0 oc bracing: 2-16, 15-16 2-15: 2x4 SP M 31 4-11-0 oc bracing: 14-15 WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-9 WEDGE JOINTS 1 Brace at Jt(s): 15, 16 Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1431/0-8-0, 9=1359/Mechanical Max Hoe 2=266(LC 9) Max Uplift 2=-740(LC 10), 9=642(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4486/2858, 3-4=-3621/2382; 4-5=2849/2084, 5-6=-2035/1578, 6-7=4733/1276 BOT CHORD 2-16=-2567/4106, 15-16=-2569/4129, 14-15=-1400/2356, 12-14=-937/1620, , 10-12=-940/1599, 9-10=-956/1370 WEBS 3-15=-905/639,4-15=-710/1314,5-15=-424/858,5-14=-806/587, 6-14=-489/909, 6-10=-371/256,7-10=-21/264, 7-9=-1718/1279 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCOL=5.OpsY h=15ft; B=45ft; L=241t; eave=5ft; Cat. U; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-9-1, Exterior(2) 10-9-1 to 19-2-0, Interior(1) 19-2-0 to 20-9-1, Exterior(2) 20-9-1 to 29-2-15, Interior(1) 29-2-15 to 33-7-4, Extedor(2) 33-7-4 to 36-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plaits are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Refer to girder(s) for truss to truss connections. 9)$earing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Joaquin Velez PE No.68182 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb) MTek USA, Ina FL Cad 6634 2=740, 9=642.. 6904 Parka East Blvd. Tampa FL 33610 Date: July 25,2019 ®WARNING -Verity design parameters and READ NOTES ON MIS AND WCLUDED MREK REFERANCE PAGE MOJ4M ra, 16a3Q015 BEFORE USE Design valid for use any with MBeIdD connectors. This design Is based only upon parameters shown and Is for an Individual building component, not ��' a muss system. Before use, Me building designer must verily the applicability of design parameters and properly Incorporate tits design Into fire overall building dedgn. Bracing Indicated is to prevent buckling of Individual hiss web and/or chord members only. Additional temporary and permanent bracing Miiek- tsalwaysrequiredforstabilityandtopreventcollopsewithpossiblepersonallnluryandpropeMdamage. For general guidance regarding the foladcotion, storage, calvary, erection and bracing of pusses and mass systems SeeANSVTPII Qualppyy Creedo, OSB49 and SCSI Building Component Safety MfomlaSarxrvofloble from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type " Cry Ply 17/77/9 FPRNDIAN RIVER ES T77691131 2027573 A08 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL). Plant City, FL-33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Thu Jig 25 07:54:472019 Page 1 ID:zZpBkWmmOHCg6fGUWAKsgaCf2U-NEngwOzHIW6K9OLmWK JY4kvgWgg8lABmXWlwjyuaxc 1-00 804 15-0-D to-]-14 23-4D 25-0-0 2]-0-0 32-0A • 1-0-0 8-04 ~ ot-12 i 3-]-14 F 4-e-2 1-0-0 2-0-0 5-0-0 j Scale=1:61.9 a 5z6 = 3z4 = 5�' - . fi.00 12 4 21 5 22 23 624 3.00112 12 avE II 3xB 2z4 II 2x4 11 6z12 MT20N5 = zsno 60d 1C-0p 2pY6 23d-0 23�10-0 27AO 32-1-0 BU-0 Sll-12 I 695 ~2511 120 Plate OHsets(XY)-- (2:0-040Edge113:0-4.00-3-0114:0-3-80-2-4116:0-3-80-2-4117•Edge0-1-12119:0-3-120-0-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (foe) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. 1.00 Vert(LL) 0.40 14-15 >959 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.55 14-15 >704 18D MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Hom(CT) 0.30 8 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 182 In FT=20% LUMBER - TOP CHORD 2x4 SP NO.2 *Except* 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-14: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1267/0-8-0, 8=1197/0-3-8 Max Horz 2=264(LC 10) Max Uplift 2=-652(LC 10), 8=-575(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-4 oc bracing. FORCES. (Ib) -Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-3821/2505, 3-4=-2926/2033, 4-5=-2293/1794, 5-6=-1490/1224, 6-7=-981/736, 7-8=-1146/902 BOT CHORD 2.15=-2365/3540, 14-15=-2370/3554, 13-14=-1205/1831, 11-13=-660/1018, 9-11=-664/993 WEBS 3-14=-920/645,4-14=-585/1035, 7-9=-564/945,6-13=-521/920, 6-9=-725/584, 5-13=-829/649, 5-14=-474/805 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASOE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=45ft; L=24N; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 10-9-1, Exterior(2) 10-9-1 to 19-2-15, Interior(1) 19-2-15 to 20-9-1, Extedor(2) 20-9-1 to 32-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adJ;quate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This Muss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi.. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 652, 8=575. - Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 OWARNWG-Verl/ydesige persmstersand REAP NOTES ON TH/SANO MCLUBEG M?EKREFERANCEPAGE M674TJree 1pV31?015 BEFOREUSE Design valltl for use oNy corm MreM connectors. ThIs tleslgn Is based oNy upon parameters shown, antl Is for on IndNldual buliding component, net G buss ystem. Before use, me bW ding designer must verify me oppllcabllity of tleslgn parameta's antl properly Incorporate rub design Info Rie overcli bulldl desiOn. Bracinglntlicatetlistopreventbucklingoflnc duslbusswebantl/orcnortlmembe".o ly..AtltliSonaltemporaryantlpermanentbracing MiTek' Is always requlretl far sfpbulty and to prevent collapse with possible personal Njury and property tlampge, For general gultlpnce regarding the fpbrlconon, storage; delivery, erection antl bracing of trusses and buss systems, seeANSURiI Du CrS.M; D36d9 antl SCSI Suldklp Componrrnf Sooty in'.. hellc,.r. le from➢uss plate InsllfW.. 218 N. Lee Sheet 5ulfe 3t 2, Alexontlrb. VA 22314. 6904 PaAe Eest BNtl: Tampa, FL 33610 Job Thus - Truss Type Cry Ply 17/7719 FPANDIAN RIVER ES T17691132 2027573 A09B Hip Truss 1 1 Job Reference (optional) ouiaers rinnoource Irlam ury, rL), ream aty, I-L- 33abl, • ddA. IL6-7 19.n-n 6GO 12 5.6 = 3x4 = O.L9V S Jlxl O CV l y 5x6 = nra. um den zb u1:0e:40 Zulu Pagel Sx6 = Scale =1:66.1 11 15 "' 13 -- -" -- ---- - la a 3x6 = 2.4 II 4x6 = 3x4 = 3x6 = 5X8 = 3x8 = &B = 8.4-7 13-0-0 22-6.0 32-b0 36-9-0 0..d.] 6.7.N O.fiA Q.a.n d-4-a Plate Offsets (X Y)-- 13:0-3-0 0-3-4] [4:0-3-0 0-2-0] [6:0-3-0 0-3-0] [7:0-3-0 0-2-0] [9:0-4-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL, in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(ILL) -0.23 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ven(CT) -0.4512-13 >983 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Hoa(CT) 0.09 9 n/a n(a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 2101b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 11-14: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size). 2=1428/0-8-0, 9=1353/Mechanical Max Horz 2=280(LC 10) Max Uplift 2=-732(LC 10), 9- 656(LC 10) Max Grav 2=1462(LC 15), 9=1353(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2538/1484, 3-0=-2093/1357, 4-5=-1836/1277, 5-6=-1864/1246, 6-7=-892/712, 7-8=-1028/702,8-9=-1324/926 BOT CHORD 2-15=-1408/2301, 13-15-1408/2299, 12-13=-1226/2008, 10-12=-966/1565 WEBS 3-15=0/266,3-13=-603/433,4-13=-378/763,5-13=-386/212,5-12=-259/299, 6-12=-180/610,6-10- 1091/709,7-10=-05/298,8-10=-68611183 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-7-4 oc bracing. 1 Row at midpt 5-13, 6-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf: h=15ft; B=45ft; L=24h; eave=4ft; Cat. • II; Exia C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-0-0, Exterior(2) 10-0-0 to 16-0-0, Interior(1) 16-0-0 to 29-0-0, Exterior(2) 29-0-0 to 36-7-4 zone; cantilever left and right exposed ;C-C for members and tomes I$ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. - 4) This truss has been designed fora 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-M wide 'will fit between the bottom chord and any other members, with BCDL= 10-Opsf. 6)Beadr*s are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=732, 9=656. Joaquin Velez FE No.683a2 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 O WARNING - Verity dkslSn parameters antl READ NOTES ON MIS AND INCLUDED MREK NEF£BANCE PAGE MIF74TJ rev. 1131112015 BEFORE USE Design valid for use only with MOeM connectors. ThIs design Is based only upon parameters shown, and is for on IndNldual bu0ding component not a truss system. Before use, Me building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall bUldhg design. Bracing Indicated is to buckling of In Ividual truss web and/or chord members only. Addltlonal temporary and permanent bracing prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage, For generol guidance regarding Me MiTek' fabrication, storage. delivery. erection and bracing of trusses and truss system& seelWSVWll Quay CmeM. DS549 and BC61 Building Component 69M Parke East Blvd. Safely Informatbrnvallabie from Ttua Plate Institute. 218 N. Lee Steel, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job s Truss Truss Type CryPly 17777/9 FPANDIAN RIVER ES T77691133 2027573 A10 Hip Truss 1 1 Jab Reference (options) Builders FlrstSource (Plant City, FL), -1-4-0 i 1.40 f m b Plant City, FL - 33567, ID:xZpBkW tao-o z0-0.0 4-7-8 7-0.0 SxB = s.00 1z 4 19 20 8.240 s Jun 82019 MiTek In g6fGU W AKsgmCf2U-KdvbL4 27-0-0 I-0-0 2x4 It 5 21 22 Inc. Thu Jul 25 07:54:49 2019 Pagel 5x8 = Scale = 1:59.4 11 316 = 2x4 11 3x4 = 5x8 = 3.4 = 2x4 = 3x4 = 8.4-7 13-0-0 20.0.0 27-0-0 32-40 8-a-7 { 4-7-8 7-0.0 7-0.0 5-4.0 Plate Offsets (X Y)- [3:0-3-0 0-3-41 [4:0-6-0 0-2-81 [6:M-0 0-2-81 [10:0-4-00-MI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeff La PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.22 13-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.3313-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Hom(CT) 0.06 B n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matfix-MSH Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or4-10-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-10 REACTIONS. (lb/size) 2=1264/0-8-0, 8=1189/0-3-8 Max Horz 2=264(LC 10) Max Uplift 2=-655(LC 10), 8=-577(LC 10) Max Gray 2=1289(LC 15), B=1189(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2159/1342,3-4=-1698/1213,4-5=-1429/1147,5-6=-1427/1145, 6-7=-9841724, 7-8=-11441876 BOT CHORD 2-13=-1272/1966, 11-13=-1273/1963, 10-11=949/1519, 9-10=-530/826 WEBS 3-13=0/292, 3-11=-616/444, 4-11=-234/575,5-10=-442/452, 6-10=-564/876, 6-9=-471/451, 7-9=-644/1027 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ff; B=4515 L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional) and C-C Extefior(2) -1A-0 to 1-8-0, Intefior(1) 1-8-0 to 8-9-1, Exterior(2) 8-9-1 to 17-2-15, IrAerior(1) 17-2-15 to 22-9-1, Exterior(2) 22-9-1 to 32-2-4 zone; cantilever left and fight exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 9rovide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chard live load nonconcurent with any other live loads. 5) ' This tms.9 has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6).Beadngs are assumed to be: , Joint 8 SYP No.2 crushing capacity of 665 psi. 7) Bearm at joint(s) 8 considers parallel to grain value using ANSVFPI1 angle to grain formula. Building designer should verify capacity ofbearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ijt=1b) 2=655, 8=577. Joaquin Velaz PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 QWANNWG-Vetlrydesi9npemmetemenCBEADNOTES ON TN/SANDMCLUDEDM?KBEFERANCEPAGEN674M.re. IdWrsO15BEFOFEUSE Design valid for use only with MTeMs connectors. this Design Is based only upon parameters shown, and is for an Indlvidual building component, not a Mm system. Before use. the buliding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possble personal Injury and properly damage. For general guidance regarding me fabrication. storage. delivery, erection and bracing of trusses and truss systems weANSVIPII Quay Cri nil, DS549 and 11= building ComIsim of fi9a4 Padre East BNtl. Safety Nformationaudlable from Truss Plate Immune. 218 N. We Sheet, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss - Truss Type Oty=AN RIVER EST77691134 2027573 A71B Half Hip Trlss 1 (optional) Builders Firsi50urce (Plant City, FL), Plant City, FL-33567, 8.24U a Jun 6 2u19 MI IeK Industries, Inc. I ❑u Jul 25 U/:b4:5D 2019 Page 1 ` ID:xZpBkWmmOHCg6fGUWAKsgaCf2U-opSzYP?9bRUvOr4LcTJOAjLSikh6L6caSVkJX2yuaxZ • -1-0-0 5.9-0 11.0-0 18.8-9 26-3-7 34-0.0 36-9.0 1-4-0 5-9-0 5-2-12 7-8-9 7-6 13 7-8-9 29-0 • Scale=1:6s.0 1 5x6 3x4 = , 5x6 = 5x8 = 4 21 22 5 23 6 24 2526 7 1n 1J II I 46 = 3x8 = 4x6 3x4 = 3kS 3x6 = 3.6 = 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [net YES Code FBC2017ITP12014 CSI. TC 0.82 BC 0.82 WB 0.59 Matrix-MSH DEFL. Veii Vert(CT) HGrz(CT) in (loc) I/dell Lid -0.30 15-18 >999 240 -0.6515-18 >680 180 0.09 9 n/a n/a PLATES GRIP MT20 2441190 Weight: 2071b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or4-9-15 oc bracing. 2-14: 2x4 SP No.1 WEBS 1 Row at midpt 5-15, 7-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1428/0-8-0, 9=1353/Mechanical Max Horz 2=280(LC 10) - Max Uplift 2= 732(LC 10). 9=-656(LC 10) Max Gmv 2=1433(LC 15), 9=1353(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 Ila) or less except when shown. TOP CHORD 2-3=-2538/1662,3-4=-2210/1449,4-5=-1952/1394,5-6=-2297/1595,6-7=-1868/1294, 7-8=-739/506, 8-9=-1349/912 BOT CHORD 2-15=-1642/2324, 13-15=-1492/2316, 11-13=-120B/1904, 10-11=-398/633 WEBS 3-15=-423/406, 4-15=-244/671, 5-15=-564/250, 5-13=-171/280, 6-13=-355/515, - 6-11=-739/652,7-11=-977/1544, 7-10=-872/700, 8-10=-757/1200 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=24D; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 6-9-1, Exterior(2) 6-9-1 to 15-2-15, Interior(1) 15-2-15 to 29-9-1, Exterior(2) 29-9-1 to 36-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;.Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This trusshas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide $will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=732, 9=656. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904'Parke East Blvd. Tampa FL 39610 Date: July 25,2019 O WARNING-VedfytleslgnpardmefS..d REAONOTEG ON MSANON'CLUOEOMNEKNEFERANCEPAGEM0.7473rev. lWAYle15 BEFORE USE. valid for use only with MneldD connectors. MIS design S based only upon parameters shown. and Is for an Individual Wrong component, not Nat a truss system. Before use, ire building designer must verify the applicability of design parameters and property Incorporate this design into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stobilry and to prevent collapse with p=ble personal Injury and property damage. For general guidance regarding ire 6904 Parke East Blvd. fabrication, storage. tlelNery, erection and bracing of busses and truss systems seeANSVg'll Quallf Criteria. DS5469 and 6C81 Buldhg Component Tampa, FL 33610 21 m Safety Inforalionc ollobie from Truss Rate Institute, 218 N. Ise Street, S09312. Alexondria, VA 22314, Job Truss Truss Type Oty Ply 17177/9 FP/INDIAN RIVER ES T17691135 2027573 Al2 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Jun 8 2019 MiTek Industries, Inc. Thu Jul 25 07:54:52 2019 Page 1 ID:xZPBkW MMOHCg6fGU W AKsgrzCf2U-kCajz51 P72kdG9ENtLUFSRpEXNlp2rtvoDObwyuaxX -1-4-0 6-4-7 11-0.0 20-0-0 29-0-0 32-4-0 ' 1-0-0 ' 6-4-7 ( 4.7-9 9-0.0 9-0-0 3-4.0 5x8 = 5x8 = 18 19 20 5x8 = 622 Scale=1:57.4 11 46 = 5x8 = 3x4 = 2x4 = 3x6 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Corte FBC2017/TPI2014 CSI. TC 0.76 BC 0.81 WB 0.41 Matrix-MSH DEFL. Vert(LL) Vert(CT) • Horz(CT) in (roc) I/dell Ud -0.29 12-15 >999 240 -0.62 12-15 >623 180 0.06 8 Na n/a PLATES GRIP W20 244/190 Weight: 1751b FT=20% LUMBER- BRACING- ` TOP CHORD 2x4. SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 5-6,4-5: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-3-0 oc bracing. 10-11: 2x4 SP No.2 WEBS 1 Row at midpt 6-10 WEBS 2x4 SP No.3 -Except- 4-10,6-10: 2x4 SP No.2 REACTIONS. (lb/size) 2=1264/0-8-0, 8=1189/0-3-8 Max Horz 2=264(LC 10) - Mai Uplift 2= 655(LC 10), 8=-577(LC 10) _ Max Grav 2=1280(LC 15), 8=1189(LC 1) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2168/1422, 3-4=-1872/1251,4-5=-1725/1268, 5-6=-1720/1264, 6-7=-772/545, 7-8=-1188/828 BOT CHORD 2-12=-1395/1988, 10-12= 1077/1675, 9-10=-421/661 WEBS 3-12=-094/387,4-12=-120/516,4-10=-139/287,5-10=-565/574,6-10=-844/1261, 6-9=-647/585,7-9=-666/1050 NOTES- 1) Unbalancdd roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 41; E>os C; Encl., GCpii18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-9-1, Extedor(2) 6-9-1 to 15-2-15, Interior(1) 15-2-15 to 24-9-1, Exterior(2) 24-9-1 to 32-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4),This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)' Thieiruss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Ot=lb) 2=655, 8=577. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNING -Verily JesignparametasanOREAO NOTES ON TNISANOINCLUOEOMREKREFERANCEPAGEMIF74"3 K 1Ne3.2015aEFORE USE Design valid for use only with Mi connectors. ibis design is based only upon parameters shown, and Is for an IntlMtluaI building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Criteria. DSB-89 and 8C81 leading Component 69M Palle East Blvd. Safety tnfa matbnovoiiobie from Truss Plate InsMMe, 218 N. Lee Street Sul 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply 17T/9 FP/INDIAN RIVER ES T17691136 2027573 A13B Hip Truss 1 1 Job Reference (optional) Builders First5ouroe (Plant City, FL), Plant City, FL - 33567, AIA 8.240 s Jun 820191/1 industries, Inc. Thu Jul 25 07:54:53 2019 Pagel Scale = 1:67.8 Sx6 = 3x4 = 3 21 22 4 4a10 MT20HS 11 5x6 = 3x6 = Sx6 = 23 5 246 25 7 8 I> IV o 3x6 = 3x4 = 4x6 = 3x4 = 4x6 = 3x4 = lax16 MT20HS = 9-0-0 18-1-13 27-3-11 36-0-0 3&9-,0 r a 2 A.1.1A g.t-13 RR.S 4 Plate Offsets (X,Y)-- [3:0-3-8,0-2-41, [5:0-3-0,0-3-01, [7:0-M,0-2-0], [8:0-3-15,Edgel, 19:0-M,0-1-121, if 0:0-3-8,Ednel LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Mail L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.89 Vert(LL) 0.3215-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.46 10-11 >951 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES INS U.70 Horz(CT) 0.12 9 n/a n/a BCDL 10.0 Code FSC2017/TPI2014 Matrix-MSH Weight: 1881b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3:2x4 SP M 31 BOT CHORD 2x4 SP No.1 'Except' BOT CHORD 12-14: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* 8-9:2x4 SP No.2 REACTIONS. (Ib/size) 2=1428/0-8-0, 9=1353/Mechanical Mac Horz 2=280(LC 10) Max Uplift 2=-732(LC 10), 9=-656(LC 10) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2438/1445, 3-4=-2110/1426, 4-5=-2716/1697, 5-6=-2106/1288, 7-8=d82/249, B-9=-747/364 BOT CHORD 2-15=-1395/2090, 13-15=-1742/2698, 11-13=-1647/2599, 10-11=-1123/1787 WEBS 3-15=-188/670,4-15=-832/414,5-11=-683/533,6-11=-3371T70,6-10=-1972/1257, 7-10=-155/641 Structural wood sheathing directly applied or3-1-14 oc pur ins, except end verticals. Rigid ceiling directly applied or 4.4-5 oc bracing. 1 Row at midpt 4-15, 6-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0,-Intenor(1) 1-8-0 to 6-0-0. Extedor(2) 6-" to 12-0-0, Intedor(1)12-0-0 to 33-", Extenor(2) 33-0-0 to 36-7-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5).This tress has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Refer to girder(s) for truss to truss connections. 9) ProVldif mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except 61=11b) =732, 9=656. Joaquin Velez PE No.68182 MTek USA, Inc. FL Ced 66U 6904 Parke East BNB. Tampa FL 33870 Date: July 25,2019 QwARAIWO- VeMydesi9aparemeW adREADNOTES ON 7N/5ANDNCLUDEDMITE1rREPERANCEPAGEM67l .. 10�AV1015BEFOREUSE vc1d for use only with WOO connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not Hit th a truss system. Before use, e building designer must verity the applicability of design parameters and properly Incorporate this design Into me overall buJdingdesign. aachoIndicated Istoprevent buckling ofIndividual Inasweband/or chord members only. Additlonaltemporary and permwentbracing MiTek' a always required for stability and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fobricotlon, storage, delivery, erection and bracing of busses and fuss systems seeANSVIPII QuaOy CRaln, DSkd9 and 6CSI Building Component 6904 Parke East Blvd. 4. from Truss Rate Institute. 218 N. Lee Sheet. Suite 312. Alexantlrb, VA 22314. Tempe, FL 33610 Job Truss Truss Type aY EST17691139 �Plyl.717719RIVER 2027573 A16 MONO HIP 1 nal Builders It ustsource (Plant City, FL), Plant City, FL - 33567, _LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 sUnifofm Loads (plf) Vert: 1-3=-54, 3-7=-118(F=-64), 13-14=-20, 8-13=-44(F=-24) Concentrated Loads (lb) Vert: 13=-475(F) 8.240 a Jun 8 2019 MiTek Induatnes, Inc. Thu Jul 25 07:54:56 2019 Page 2 ID:xZpBkW mmGHCg6fGU W AKsgaCf2U-czgEpT4wBHE2kmXVyjODP_bSx9j01kgSgQBdkiyumT O WARRING- yedfydeslpnparemafarsanCNEAGNOTES ON TN6ANONCLUDEDUMEKFEFEN41ACEPAGEN 74Mmre 10=0155EFONE USE valid for use only with MireMomnectors. This design Is based only upon parameters shown, and Is for an Individual building component, not MR a huss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate this design Into the overall bulldingdesign.&ocing Indicated is to prevent buckling of Individual trussweb and/or chord members only. Additional temporary and permanenibmcing MOW b a oys required for stability and to prevent collapse wit possible personal Injury and property damage. For general guidance regarding to fabrlcatlon. storage, delivery, erection and bracing of frusses and truss systems, seeANSURl1 Quaflty CMedo, DSS419 and SCSI Building Component 690,1 Parke East BNd. Safety InfoanatlorpvaJabie tram Truss Rate Institute. 218 N. Lee Street Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 27573 IB04 IHip Truss I1 1 1 I T17691142 ID:xZpBkWmmOHCg61GUW AKsgrzCf2U-ZMx_E95AjuUm_4hu48SuVPhvHySlDgnllkgkpayumR 4D-0 I 11-8-0 15410 12 I 290 200 '-00I 44944 .12 2-8-0 P 4-4 24--0 4x6 = 4z6 = • 4 5 31 3x6 O 30 = as = 3z4 = 3x6 C Scale=1:38.3 JADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP DLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ven(LL). -0.15 9-17 >999 240 MT20 244/190 DDL 7.0 Lumber DOL 1.25 BC 0.67 Ved(Cn -0.31 9-17 >801 180 DLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) 0.03 7 n/a We DDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 971b FT=20% JMBER- BRACING- )P CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-9-15 oc purims. DT CHORD 2x4 SP No-2 BOT CHORD Rigid ceiling directly applied or 7-0-1 oc bracing. 'EBS 2x4 SP No.3 EACTIONS. (lb/size) 2=837/0-8-0, 7=837/0-8-0 Max Horz 2=191(LC 9) Max Uplift 2=462(LC 10). 7=-462(LC 10) )RCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. JP CHORD 2-3=-1311/975, 3-4=-10307773, 4-5=-873/769, 5-6=-10307773, 6-7=-1311/975 DT CHORD 2-11=-692/1250, 9-11=-365/912, 7-9=-692/1155 'EBS 4-1 I=-1 14/300, 5-9=-114/300, 3-11=-391/372, 6-9=392/372 DTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; B=4511; L=24ft; eave=off, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0, Intenor(1) 1-8-0 to 4-7-5, Extenor(2) 4-7-5 to 16-0-11, Intedor(1). 16-0-11 to 19-0-0, Extenor(2) 19-0-0 to 22-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Provide a4equaie drainage to prevent water pending. This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except Qt=11p) 2=462, 7=462. • Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 A WARNING- VeNry design parameters and READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE MIP74M me 11140M015 BEFORE USE Design valid for use only with MBek® connectors. this design 6 based only upon parameters shown, and Is for an Individual building component. not ��- a Muss system. Before use. the builtling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing indicated is to prevent bucp1ingofIndividual Mes,veband/or chord members only. Additional temporary and permonen}bracing Miiek' Is always required for stabllity and to prevent. collapse with possible personal injury and property damage. For general guidance regarding Me recreation, storage, delivery, erection and bracing of busses and truss systems, seeANsvirptt QOeB1y CMerN, DSBd9 and SC51 Building Component6909 NlOrmo6orravollobletrom Truss Flats InstiMe. 218 N. Lee Sheet. Sulfa 312 Alezontlrlo, 11 22374. Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 17"7/9 FPANDIAN RIVER ES T77691143 2027573 B05 Hip Truss 7 1 Job Reference optional) builders I lrS1601JI 8 (Plant Clty, PL), Plant City, FL- 33567, P Erl-e 8.240 s JIM 6 2019 MiTek Industries, Inc. Thu Jul 25 07:54:59 2019 Page 1 xZpBkW mmOHCg6fGU W AKsgaC12U-1 YVN RU6oUCddbEG4esz71 cDzt M14yEOV W OOHLOyuaxO 73.17 16-10.12 20-8.0 22-0.0 34-0 3-2.12 31.4-0 Scale=1:38.0 3.4 = 46 - 4 5 3x6 = 6x8 = aw M 12umb = 6xB = 3x6 = 39-4 I 7-0.0 10-0-0 13-8-0 1fi-10.12 2L10 3-9-4 3-2-12 -340 3�6�0 3.p.19 A.g.d Plate Offsets ( Y)-- 12:0.3-0 0-1-01 T6:0.3-0 0-1-0] [8:0-3-8 0-3.01 [IO:0.3-8 0.3-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ved(LL) 0.16 B-16 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.25 8-10 >987 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 92 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except* 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1576/0-8-0, 6=1576/0-8-0 Max Horz 2=154(LC 7) Max Uplift 2=-960(LC 8), 6=-960(LC 8) Max Gmv 2=1861(LC 13), 6=1861(LC 14) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23--3480/1646, 3-4= 3121/1560, 4-5=-3121/1560, 5-6=-3480/1646 BOT CHORD 2-1D=-1300/3138, 8-10=-1474/3330, 6-8=-1300/3039 WEBS 3-lD=-432/1212, 5-8=-432/1212, 4-10=-363/298, 4-8=363/298 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-8-12 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opst h=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide aOequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) All bearings am assumed to be SYP No.2 crushing capacity of 565 psi. 81 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=968, 6=960. 9) Girder carries hip end with 7-" end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 733 lb down and 321 Ib up at 13-8-0. and 733 lb down and 321 lb up at 7-0-0 on bottom chord. The design/selection of such connection devices) is the resppnsibility, of others. 111 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-5=-112(F=58), 5-7=54, 10-11=-20, 8-10=-42(F=-22), 8-14= 20 • Concentrated Loads (lb) Vert: 10=-475(F) 8=d75(F) Joaquin Velez FE No.68182 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date; July 25,2019 Q WARNING-Vedryd.Wgnparemetersend READNOMS ON TNISANDWCLVDWMREKREFERANCEPAGEU&74mJm M=20151REFOREUSE Design valid for use only with MOekO connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the bW ding designer must verify me oppllcabllity, of design parameters and properly Incorporate this design Into the overall bUldIng design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Addltlonal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delNery, erection and bracing of losses and huss systems WeANSVWIT QuaBIy CMnle. DSB49 and SCSI Building component Safety Infotmatiosavoloble from buss Rate Institute. 218 N. Lee Sheet 6Lite 312. Alexandria VA 22314. WOW 69o4 Parke Eut Blvd. Tampa, FL M610 Job - Truss Truss Type Only Ply 17/77/9 FP/INDIAN RIVER ES T17691144 2027573 Gil JACK -OPEN TRUSS 12 1 Job Reference (optional) •DUHUUiK nromou,ce tndnwny, rr..l, Irma ury, rL-eoopr, r ma r na dw[a UGaO:UU 2UIV Vega ID:xZpBkWmmOHCg6fGUWAKsgaCf2U-Vk3lfg7OEWIUDOrGBZVMagmJwmlghmG2129rtTyua P LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) UdeO Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a nta BCDL 10.0 Code FBC2017fTP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (Ib/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Hom 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4=-15(LC 1) Max Gmv 3=20(LC 10), 2=158(LC 1), 4=44(LC 10) . FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT=20% Structural wood sheathing directly applied or 0-11-4 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=24ff; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=195. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNING-VeWdesignpammetersand READ NOTES ON TN4ANDWCLUDEOMREKREFERANCEPAGEMD74n.v. 1QM2015BEFOREUSE Design valid for use only with Mgei connectors. Tins design Is based only upon parameters shown, and Is for an Individual building component, not a tun system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buildingdesign. Bracing Indicated is to prevent buckling of Individual trussweb and/or chord members only. Additional temporary and permanent bracing MiTelf Is always required for stability and to preventcollopse wlnl possible personal Injury and atop" damage. For general guidance regarding fine fabrication, storage. delivery, erection and bracing of trusses and fr as systems, seeAN3VIPft Qualify CtllMda, D564 9 and BCSI building Component Safety Informatlamvallobie from Truss Hate Institute, 218 N. Lee Sheet, Suite 31Z Alexandria, VA 22314, 6904 Parke East Bind. Tampa, FL 33510 b Truss Tmss Type - Oty Ply 17/77/9 FP/INDIAN RIVER ES ' T17691145 [227573 ::�CJ1P JACK -OPEN TRUSS 6 1 Job Reference (optional) Builders Pirs1Source (Plant Guy, FL), Plant City, FL-33567, g 8.240 s Jun 8 2019 MI Tek Industries, Inc. Thu Jul 25 07:55:01 2019 Page 1 ID:xZpBkW mmOHCg6fGU W AKsgmCf2U-zxd7sA83?ptLrXOTIGOb61 JUgAevOD W B_ivOPvyuax0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ve 1(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WE 0.00 Horz(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Scale = 1:7.6 ji h PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3--- Mechanical, 2=158/0-3-0, 4---15/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-6(LC 7), 2=-213(LC 10), 4=-22(LC 15) Max Gmv 3=15(LC 10), 2=158(LC 1), 4=32(LC 10) .FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to Mass connections. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) 3, 4 except 61=11o) 2=213. Joaquin Velez PE No.68181 MTek USA, Inc. FL Cad 6634 6904 Parke East BNd Tampa FL 33610 Date: July 25,2019 QWARNING- VcHlydeslgn paramefereantlR£AO NOTES ON THISANO wCLUOEDAINEKREFERANCEPAGEMIP7473 n,K 10=?TT5BEFOREUSE. valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and is for an hdMdual balding component, not Not a muss system. Before use, me building designer must verity Me applicability of design parameters and properly Incorpafafe m[s design into me overall bulltling design: Bracing Indicated is to buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse wim possible personal Injury and propedy damage. For general guldanceregarding he fabrication, storage, dellvery, erection and bracing of busses and muss systems. seeANSIM[I Quaffs. Quart. D3549 and 8C31 BWdhg Component Safety Infonnationavolloble from Truss Plate Institute, 218 N. We Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Titus Type a Qty Ply 17/77/9 FPBNDIAN RIVER ES T17691146 2027573 CJ3 JACK -OPEN TRUSS 9 1 Job Reference o tianal +Builders PirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s Jun 8 2019 Ml I el, Industries, Inc. Thu Jul 25 07:55:01 2019 Page 1 ID:xZpBkW mmOHCg6fGUWAKsgaCf2U-z WsA837ptLrXO7IGOb61JU9Ad6QDW B_ivOPvyuaxO Scale = 1:12.7 Plate Offsets (X Y)-- (2:0-4-0 0-0-41 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Hoil -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Gray 3=88(LC 15), 2=195(LC 1), 4=49(LC 3) FORCES. (Ib) - Max. Comp./Max-Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCD"=S.Opsf; h=15f ; B=451t; L=24111; eave=4fl; Cat. II; Exp.C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exlerior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=157. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parka Ent Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNWG-Wdfydes/gnparameMrsendRFADNOTFS ON TNISAND INCLUDED MITEKREFERANCEPAGEW7M,ev. 1ooduss1SBEFORE USE Design valid for use only with Mgek® connectors. Nis design a based only upon parameters shown, and Is for an IntlMduol building component, not �� a nunssystem. Before use, me building designer must verify the opplicabillty of design parameters and properly Incorporate this deslgn Into me overall buildingdesign. Bmcing indicated a M prevent buckling of hdNltlual trussweb and/or chord members only. Additional temporary and permanent bracing a always required for stab0ly and to prevent collapse with posslble personal Injury and property damage. For general guidance regording the MOW 69M Palle East BNtl. fabrication. storage, de[very, erection and brchg of trusses and huss systems seeANSVIPII Cups. Criteria, D5049 and 1106l totaling Component Tampa, FL 33610 Safety Infomsatorrovolloble from Truss Plane Institute, 218 N. Iee Streat, Suite 31Z Alexandria, VA 22314. Truss Tulsa Type Ply 17/7719 FPANDIAN RIVER ES T17691147 LJob 7573 CJ3B JACK -OPEN 1 7 1 Jab Reference (optional) ommers nrsrouurce Inapt Idly, rll, rlam Tilly, tL-3Jbu/, 3x4 = u.z4u s dun o zula ml I ex mausmes, Inc. I nu rim Lb urbb:uz 2u19 Page 1 IDtxZpBkW mmOHCg6fGU W AKsgmCf2U-R7BV4W 9hm77CSt!_fJ_XgtFfttRzl9gmLCMeyyLyuaxN 2-7-4 Scale: 1'=1' LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (lac) IUd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 3-6 >999 180 BCLL 0:0 ' Rep Stress Incr YES 1 WB 0.00 Horz(CT) -0.00 2 Plat n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 8lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=94/0-4-0, 2=61/Mechanical, 3=33/Mechanical Max Horz 1=68(LC 10) Max Uplift 1=-22(LC 10), 2=-64(LC 10). 3=-4(LC 10) Max Grav 1=94(LC 1), 2=70(LC 15), 3=47(LC 3) FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33SIO Date: July 25,2019 QWARN/NG-Vedry design peremetersend READ NOTES ON MIS AND INCLUDED MREK NEFENANCEPAGE MX74M rev. 10=!a]S BEFORE USE Design valid for use only with Mrek®connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a muss system. Before use, the bulltling designer must verity the applicability of design parameters and property Incorporate this design Into the overall bulltling design. Bracing Indicoted Is to prevent bucking of Individual truss web and/or chord members only. Addltlonal temporary and permanent brcchg MiTek' Is always required for stablllly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSU1Plt Quality Criteria. DSB49 and SCSI Building Compall SoNp Infommn4lpv ,rattle from Truss Plate Institute. 218 N. Lee Street Suite 31Z Alexandrlo. VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job Truss - Truss Type ply Ply 17"7/9 FP/INDIAN RIVER ES T77691146 2027573 CJ3C JACK -OPEN 2 1 Job Reference (optional) oe�mam nrslpumw tram tAry, ry, riam uiry, FL-JJbb 1. U.24u s Jun a 2ula m I eK Inausmes, Inc. Inu Jul zb uCb:uJ 2u19 Page 1 ' ID:AdvEvWw_wSrGOBOCk79w9pygYzo-vJitHs9JXR734rZrth23BSOrAzHeu7OUROOVUoyuuM B 2x4 = u Scale: 1'v1' _ Plate Offsets (X,Y)-- f1:0-1-4,Edgel LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 36 >999 160 BCLL 0.0 ' Rep Stress [net YES W B 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matti Weight: 9 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-114 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 1=106/0-8-0, 2=67/Mechanical, 3=39/Mechanical Max Horz 1=77(LC10) Max Uplift 1=-30(LC 10), 2=65(LC 10), 3=6(LC 10) Max Gmv 1=106(LC 15), 2=76(LC 15), 3=51(LC 3) FORCES. (lb) - Max. CompJMax. Ten.,- All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15f ; B=45ft; L=24N; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pal bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. Joaquin Velaz PE No.68182 MTek USA, Inc. FL CeR 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 QWANNWG- Verlydeslgn parameters AndNEAD NOTES ON MISMOWCLUDEUMMEKBEFENANCEPAGEM6T47e rev. laVU2015BEFIREUSE Design valid for use only with MgekS connectors. TNs design Is based only upon parameters mown, and Is for an Individual building component, not a truss system. Before use, ire building designer must verify the applicability, of design parameters and properly Incorporate this design Into me overall building design. Bracing indicated is to prevent buckling of lndt4dual truss web and/or chord members only. Addltlonal temporary and permanent bracing ss Mfiek' Is always reaulredfor stabllity and to prevent collapse wire possible personal llllury and property damage. For general guidance regarding tine fobricotlon. storage. delivery. erection and bracing of trusses and truss systems saeANSUfPII Quality Cdhrda, DS949 and BCSI Building Component Safely Inlarmalbmvolloble from Truss Plate InsfiMe. 218 N. Lee Street, Sulfa 312 Alexandrim VA 22314. 69M Palle East Blvd. Tampa, FL 33610 Truss Truss Type Oty Ply 17/7719 FPANDIAN RIVER ES T17691149 �Job 7573 Cap JACK -OPEN TRUSS 6 1 Job Reference (optional) eylders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Thu Jul 25 07:55:03 2019 Page t ID:xZpBkW mmOHCg6fGUWAKsgmCh2U-vJltHs9JXR734rZrth23BSOgAzHuu7OUR00VUoyua)M -1-4-0 2-11-4 140 2-11-4 Scale = 1:12.7 2-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP N0.2 BOT CHORD REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0-3-0, 4=30/MechanimI Max Hoe 2=132(LC 10) Max Uplift 3=-62(LC 10). 2= 212(LC 10). 4— 41(LC 7) Max Gmv 3=61(LC 15), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Ma Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-11-4 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15ft; B=45ft; L=24f; eave=4h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriog2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=212. Joaquin Velez PE No.68182 MiTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WABNWG-VBdfydod nparemefere end REAGNOTES aN7N6 ANa WCLNp£G NIfEKNEFERANCEPAGE MM174TJ Av. laTY1a15 aEFeflE USE Design valitl for use oNy with Mnek® connectors. A6 desgn a based 0Ny upon parameters snows and Is for an In0Mdue' building eomponenf, not �t a truss system. Before use. n,e bulltling tleslgner musiverl(y me applicablllty of design parameters antl properly Incorporate this tlesign Into the overall bulltling design. Bracing N0lcatetl is fo prevent bucNing of lndMtlual truss web and/or chortl mambas oNy. AdtllBonol temporary antl pertnaneni bracing MiTek* Is always requeed for atato and to prevent collapse wim possible persorwi Nlury and poperly damage. For general guWance regarding the g of trusses antl trots systems, seeµ3VO'11 Quo��sy. CrtleM. D36L9 and 6C31 IWIdMp Component fee', bn. sloroga tlelNery, erection and broCN7 e904 Parka East BNtl. Sebfyhdormalbmvalable ham Truss Rota'nuttule. 218 N. Lee Sheet. Suite 312 Alexontlrlo, VA 22314. Tampa, FL 33610 Job Truss + Truss Type Oty Ply 1717719 FP/INDIAN RIVER ES T77691152 2027573 CJSB JACK -OPEN TRUSS 1 1 Job Reference o 8onal dialeers Firs[Soume (Flan Glty, FL), Flan! Gty, FL- 33567, a24u a Jun a Zulu MI I ex malstnes, Inc. I nu J11125 07:55:05 2019 Page 1 ID:xZpSkWmmOHCg6fGUWAKsgaCf2U.siseiYBZ32NN9jE_64XHtT4mnmMl VnvKtcYgyuaxK 4-3-4 4-3-4 • '' Scale =1:17.0 3.6 II _ Plate Offsets (X,Y)— rl:0-3-0,0-0-31 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (toe) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 VerI LL) 0.05 4-9 >940 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.05 4-9 >999 180 BCLL0.0' Rep Stress lncr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC20177TP12014 Matrix -MP Weight: 17 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 SLIDER Left 2x4 SP No.32-5-0 REACTIONS. fib/size) 1=169/0-8-0, 3=96/Mechanical, 4--46/Mechanical Max Harz1=113(LC 10) Max Uplift 1=-127(LC 10). 3=-117(LC 10), 4=-66(LC 10) Max Grav 1=169(LC 1), 3=102(LC 15), 4=68(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-122/308 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nunconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All beadri js are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joints) 4 except (jt=1b) 1=127, 3=117. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Job Truss Truss Type Cry Ply 17/7719 FPANDIAN RIVER ES T77691153 2027573 CJSC JACK -OPEN 4 1 Job Reference (optional) osuiaers nisaaume tranl wy, ry, role ury, I-L- 33be7, 3x4 = a.zso s Jun o zu I e Inn ex Inousmes, no. 1nu Jul zo urbo:ub Gu1 a Yage 1 ID:AdvEvW w_wSrGGBGCk79w9pygYzo-Ku00wCBgMVexJIOYgbmp5OGyBFf5Ulx7_c956yuaxJ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Met] Ltd TCLL 20.0 Plate GPDOL 1.25 TC 0.49 Ved(LL) 0.07 3-6 >896 240 TCDL 7.0 LumberDOL 1.25 BC 0.45 Vert(CT) -0.06 3-6 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (IWsize) 1=180/0-8-0, 2=117/Mechanical, 3=64/Mechanical Max Holz 1=131(LC 10) Max Uplift 1=-52(LC 10). 2=-115(LC 10), 3=-4(LC 10) Max Gmv 1=181(LC 15), 2=131(LC 15), 3=88(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ila) or less except when shown. ]a Scale = 1:16.9 PLATES GRIP MT20 2441190 Weight: 161b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; 3=45ft; L=24ft; eave=oft; Cat. II; E>ib C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcumant with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing rapacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide &chanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3 except (jt=1b) 2=115. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6984 Parka East BNB Tampa FL 33610 Date: July 25,2019 Q WARNING- Ver1/y OeslgnparerneMrsendREADNOTES ONTNISANDWCLUDFDMREKREFERANCEFAGEMIL747Jrev. laT312015REFOREUSE valid for use only with MITeM connectors. lhls design Is based only upon parameters shcv and Met an IndMdual building component, not ■` witDesign a huss system. Before use, the building designer must verity the applicability of design parameters and papery Incorporate this design Into Me overall building design. Bracing Indicated Is to prevent buckling of hdMduol truss web and/or chord members only. Additional temporary and permanent bracing M(Tek* B aiwarp required for stability and to prevent collapse with possible peaonol Injury antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systemx weANSVIPD Gualay Cmedo. DSB49 and SCSI Building Component 69U PaAe East Blvd. Tel FL 33610 Safety InfomsatleMvollabie from Truss Plate InstiMe, 218 N. Lee Sheet. Suite 312 Alexandria, VA 22314. Job Truss Truss Type Cry Ply 17f77/9 FP/INDIAN RIVES ER T17691154 2027573 D01B Hip Girder 1 1 Job Reference (optional) .Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Thu Jul 25 07:55:072019 Page 1 ID:neadzNazlp?OR13LewMmixyZ70Y.o5_07ECpbfdVZStc6X74MIZJvaVxgtx4MeMidZyuaxl -1-4-0 7-0-0 10-4.0 17-0-0 1-0-0 7-0-0 - I 3-4.0 ~ 7-0.0 5x8 = 46 = 15 4 Scale: 3/8-=1' ]d 3x6 = 2x4 II 'xr - 3x4 = 3x6 = 7-0-0 i10.40 17-4-0 .7-0.0 3.4.0 7.0-0 Plate Offsets (Y YY)-- [3:0-6-0 0-2-81 15:0-2-12 0-1-81 LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC - 0.98 Vert(L-) 0.29 6-11 >727 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83. Vert(CT) 0.23 6-11 >903 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(CT) -0.05 5 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 731Is FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=1244/0-8-0, 2=1321/0-8-0 Max Horz 2=149(LC 7) Max Uplift 5=-1095(LC 8). 2=-1203(LC 8) Max Grav 5=1290(LC 14), 2=1360(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3---2566/1924, 34=-2294/1830, 4-5=-2576/1932 BOT CHORD 2-8=-1609/2303, 6-8=-1630/2335, 5-6=1620/2234 WEBS 3-8=-5121785,4-6=-525/819 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-0-7 on bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; S=451t; L=24ff; eave=4111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide Adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 0 ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 5=1Q95,2=1203. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7621b down and 3601b up at 104-0, and 7621b down and 3601Is up at 7-M on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 34=-1 l2(F=-58), 4-5=-S4, 8-12= 20, 6-8=42(F= 22), 6-9= 20 Concentrated Loads (Ib) Vert: 8=475(F) 6= 475(F) Joaquin V¢IezPE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 O WARNING- Venrypes19hpsrahsfi,. dREADNOTES ONMSANDINCLUDEDMREKREFERANCEPAGEMA74TJnrv. laos*015BEFOREUSE Design valid for use only with MOaIg connectors. lints design Is based arty upon parameters shown, and Is for an Inc Mdu01 building component not a truss system. Before use, the building designer must verify ire appllcab0lty of design parameters and properly Incorporate this deslgn Into the overall building design Bracing Indicated 6 to prevent bucNing of Individual Into web and/or chord members any. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal hjury and property damage. For general guldonce regarding Me fabrication, storage, delivery, erection and bracing of musses and hum; systems. seeANSVWII duality CRMs. DSt49 and BCSI Building Component Softy Informotbnrvallable from Truss Plate Institute, 218 N. Lee Sleet, Suite 312, Nexandrlo, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss city ES �T� �PIYI.717719RIVER T17691155 2027573 D02 _ _ 1 net Builders FirstSnurce (Plant City, FL), Plam City, FL- 33567, s Jun 8 2019 MiTek Industries, Inc. Thu Jul 25 07.55:08 2019 Page 1 11 4.6 = 4 23 5x12 = 2x4 11 US = 5 24 25 6 26 ] 15xa 61 P= 3x611 8x10= 10xl2= 1.5.8 STP= 5.8 = 7x10 = 5.0-0 8-0-0 12-7-10 L-8-0 17-3-p 1&8-0 24-&0 5.0-0 2-H-02 4-7.10 448 7- t-4-12 5-0-0 Scale = 1:44.9 Plate Offsets(Xn- [2:0-4-0.0-1-15] [9:0-4-00-0-3] [10:0-2-0,0-2-8] fl2:0-0-BO-S-0],[13:0-4-40-6-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.18 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.18 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.76 Horz(CT) 0.03 11 n/a n/a ' BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 321 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2xB SP 2400F 2.0E *Except' 6-11: 2x6 SP No.2, 9-10: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.33-0-2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-5-10 oc bracing. WEBS 1 Row at midpt 5-10 REACTIONS. (lb/size) 9=-320/0-8-0, 2=4039/0-8-0, 11=7446/0-8-0 Max Horz 2=143(LC 7) Max Uplift 9=-691(LC 6), 2=3015(LC 8). 11=-5062(LC 5) Max Gmv 9=270(LC 5). 2=4493(LC 13). 11=8634(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-9662f6525, 3-4=-8935/5861, 4-5=-7970/5261, 5-6=-901/1683, 6-7= 890/1686, 7-9=-727/1424 BOTCHORD 2-14=-5856/8682, 13-14=-5856/8682, 12-13=-0143/5534, 11-12=-605/1241, 10-11=-6958/4235, 6-10=-255/214, 9-10=-1166/650 WEBS 3-14= 720/670,3-13=-865/860,4-13=-2502/3818,5-13=-2694/3232,5-12=-1102/2761, 10-12=-2584/4374,5-10=-8736/4990,7-10=-1030/655 NOTES- - 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 mw at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 now at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply gpnnections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provde adequate drainage to prevent water ponding. A This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 8) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. Ql Bearing at joint(s)11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (]t=lb) 9=691,2=3015,11=5062. 11) Girder carries tie-in span(s): 36-9-0 from 7-1-8 to 16-8-0 Joaquin Velez PE No.68162 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 25,2019 u A1VNWWG-VedlYdegnparametev.dRIIDNOITSONMISANDMCLUDEDMI REFENANCEPAGEM6)4Arev.14=21)156EFOHEUSE Design vdld for use only wim MgeW connectors. INs design n cored only upon parOmeters shown, ontl Is for on IndMdual building component, not a buss system. Before use, ma bdltling tleuener must verity ire appllcabllityof design Parameters and properly Incomorate this design Into me overall bull ding tlesign. &Ocing Indicated eta prevent bucWNg o'indMdual huss web ontl/arahortl members only. ACdinonol temporary ontl permanent bracing ,-I.requtretl for etab6ky and to prevent collapse wiin poss3le penond Inlury ontl propeM tlmnage. Far general gddance regarding Me lobticolian, stooge, delN-,, erection and bracing or trusses ontl truss systems seeAN3UfP11 QVaOv Cr6gdo, DSgd9 and IICSI6WGYlp Componml likil Wommt .Nobleham'. Plate IruHNte,218fI Lee Street Suite 312 Alexondrla VA 2214. MiTek' ee04 Parke East eNtl. Tampa, FL M610 TrussTruss Type Oty Ply 17i77/9 FPANDIAN RIVER EST17697157 Fob 3 EJ6 JACK -OPEN TRUSS 1 1 Job Reference (optional) .Sufldem Rm Source (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 82019 MiTek Industries, Inc. Thu Jul 25 07:55:09 2019 Page 1 ID:xZpBkW mmOHCg6tGUWAKsgrzCf2U.kT69YvE47HtCom17Dy9TRjejAODslgVNpyrpiRyuaxG -1-40 fi-0-0 1-4-0 6-0-0 Scale = 1:20.2 3x4 = 11.4-d 5-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Verl 0.17 4-8 >420 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Ven(CT) 0.15 4-8 >486 ISO BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 21 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=129/Mechanical, 2=32510-3-0, 4=50/Mechanical Max Horz 2=214(LC 10) Max Uplift 3=-142(LC 10), 2=-314(LC 10). 4=-82(LC 7) Max Grav 3=139(LC 15). 2=325(LC 1), 4=100(LC 3) FORCES. (lb) - Max. CorrpJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf; BCDL=5.Opsf; h=15f ; B=45fq L=24ft; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(7) 1-8-0 to 2-114, Extedor(2) 2-11-4 to 5-11-4 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer togirder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4 except (jt=lb) „ 3=142,2=314. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Ced 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 25,2019 WARNING-Vedfy Oas19njp,,xntere and READ NOTES ON IHISAND INCLUDED MMEKNEFER41YCEPAGEMD-74M rev, 1a/WZ?015 BEFORE USE Design valid for use only with MiTekS, connectors. Ihls design Is based only upon parameters shown. and 6 for an Individual building component, not ��- a hum system. Before use, the building designer must verty the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of Individual hums web and/or chord members only. Addlaonal temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal hNury and property deal For genera) guidance regarding toe fabrication, storage, call erector, and brocing of trusses and buss systems seeANSUTPII Cuolay CMnln, 1St141P and SCSI Building Component from 6904 Parke East BNd. Tampa, FL 33610 Safety Infonnalbrr vallable Truss Rote Insfil 218 N. Lee Street Suite 31Z A mondrla, VA 22314. Job Truss Truss Type Cry Ply 17/77/9 FRANDIAN RIVER ES T77691158 2027573 EJ7 JACK -OPEN TRUSS 29 1 Job Reference (optional) .Bueders FlrstSoume (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 8 2019 MiTek Industries. Inc. Thu Jul 25 07:55:10 2019 Page 1 ID:xZpBkW mmOHCg6fGUWAKsgaCf2U-Cgg%IFRua73CwcBmgi_xAgroYxlHkW2caNEuyumF 7-0.0 7-a0 Scale = 1:22.6 Plate Offsets(KY)--r2:0-2-100-1-81 LOADING (pso SPACING- 2-D-0 C51. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ven(LL) 0.18 4-7 >453 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.22 4-7 >385 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.01 3 Wa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 241le FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=164/Mechanical; 2=336/0-8.0, 4=86/Mechanical Max Hoa 2=241(LC 10) Max Uplift 3= 161(LC 10), 2=-185(LC 10) Max Grav 3=185(LC 15), 2=336(LC 1).4=126(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4R; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C EMerior(2) -1-0-0 to 1-8-0, Interior(1) 1-8-010 2-8-5, Extedor(2) 2-8-5 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP NO.2 crushing capacity of 565 psi. 5) Refer toMirder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except at=lb) 3=161. 2=185. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 QWARNWO-Vedfyd44/gnp.ro ter4end READNOTES ON 7NISANOWCLUOEDMRENREFERANCEPAGEM67473mv. 7131Xi20151BEFOREUSE. Deslgn valid for use only with M9ek® connectors. Mis design Is based only upon parameters shovm, and is for on Individual building component. not a truss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate this design Into the ovarcll building design&aUng Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing halwaysrequiredforStabilityantltopreventcollapsewith possible personal Injury and propony damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of tosses and hiss systems seeANSVTP11 GuoIDy Crnehs, DS549 and SCSI WedbD Component Safety Informa6anavo0oble from Truss Rote Institute. 218 N. We Sheet, Suite 312, Alexandre, VA 22314. ��' MiTek- Br04 Parke East Blvd. Da . FL 33610 Job Truss Truss Type City Ply 17,7719 FRINDIAN RIVER ES T77691159 2027573 EJ7B JACK -OPEN 8 1 Job Reference (optional) 0unoers nrs,auwce tnan. u.ny, "" rlenl Idly, rL- JJbd/, 3 3.6 = is.z9Us JW a zul v Nut elf mousures, Inc. I nu JU12S W:55:1 U 2019 Pagel ID:a9gYCzHF9yYsFhUx5SDgkizG_SS.Cgg%IFFiva730wcBnfgi_xMLOV W 1 HkW 2aaNEuyuuF 9 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in floc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ven(LL) 0.22 3-6 >372 240 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Ved(CT) -0.22 3-6 >376 180 BCLL 0.0 ' Rep Stress Incr YES W13 0.00 Horz(CT) -0.01 2 Na rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.t SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=257/0-8.0,2=170/Mechanical,3=87/Mechanical Max Harz 1=186(LC 10) Max Uplift 1= 75(LC 10), 2=-168(LC 10), 3=2(LC 10) Max Grav 1=257(LC 15), 2=191(LC 15), 3=125(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (I s) or less except when shown. Scale = 1:22.3 PLATES GRIP MT20 244/190 Weight: 22 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psQ BCDL=5.Opst h=15ft; B=45ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 1, 3 except 61=11b) 2=168. Joaquin Velez PE N0.68182 Wrek USA, Inc. FL Cad 6634 6904 Parke Ent Blvd. Tampa FL 3361D Date: July 25,2019 Q WARNING -Verily design P.race etersand READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE MQ747arev. 10*12015 BEFORE USE Design valid for use only with Mgek®connectors. This design is based only upon parameters shown, and is for on Individual bWtling component,not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only, Addinanal temporary and permanent bracing Is always required for stability and to prevent collapse win "bie personal Injury antl property damage. For general guidance regarding Me fabrication, storage. delivery, erection and bracing of trusses and hum systems weANSVIP11 Quaffs. CrBedo, DSB49 and BCSI Building COmppnnt Satisfy Informcrion rvallcbie from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandre. VA 22314. ��• MiTeIC 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 17,77/9 FPNDIAN RIVER ES T17691160 2027573 HSP DIAGONAL HIP GIRDER 2 1 Job Reference (optional) tnuin..ey, rW, r,am lAy, rL-JJo01, J.zeu a dun o zo i e mi i ex mauemes, nID. l nu Jul GO uf:=:l l Cul 9 Pagel ID:gOrCZROs62Rlc3n9j_rfKezVhoM-gsEvybFKfu7w24BOLNBxW 8j4PCwEmk-gHGKwmKyumE Scale = 1:17.4 ]d I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.70 Ved(LL) 0.29 4-7 >291 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.23 4-7 >374 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/7P12014 Matrfx-MP Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) .3=162/Mechanical, 2=375/0-5-11, 4=84/Mechanical Max Horz 2=188(LC 8) Max Uplift 3=-157(LC 8), 2=-395(LC 8), 4=-104(LC 8) Max Grav 3=162(LC 1), 2=375(LC 1), 4=124(LC 3) FORCES. (Ib) -Max. COmpJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCDL=4.2psh BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=157, 2=395, 4=104. Joaquin Velez PE No.68182 MTek USA, Ina. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33G10 Date: July 25,2019 Jab Truss Truss Type Oty Ply 17f/7/9 FP/INDIAN RIVER ES T77691161 2027573 HJ6 DIAGONAL HIP GIRDER 1 7 Job Reference footionalt rouldem FIrdbOUrae (Plant City, FL), Plant City, FL- 33567, 3.4 = 8.240 s Jun 82019 MiTek Industries, Inc. Thu Jul 25 07:55:12 2619 Pagel I D:xZpBkW mmOHCg6fGU W AKsgmCf2U-B2oHAxGyDCFnfElau4iA3MGHEbHAV8npW w3TlmyuaxD Scale = 1:20.7 Plate Offsets (X,Y)-- f2:0-2-0Edge) LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.56 Vert(LL) 0.11 6-7 >926 240 MT20 2441190 TCDL 7:0 Lumber DOL 1.25 BC 0.50 Veri(CT) -0.09 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Hoa(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 37 rib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=207/Mechanical, 2=362/0-4-4, 5=196/Mechanical Max Horz 2=226(LC 8) Max Uplift 4=-212(LC 8), 2=.406(LC 8), 5=-167(LC 8) Max Grav 4=230(LC 13), 2=362(LC 1), 5=208(LC 3) FORCES. (lb) -Max. Conr lMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-490/337 BOT CHORD 2-7=-456/452, 6-7=-456/452 WEBS 3-6=-468/472 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-10-14 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional): cantilever left exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunem with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: ,Joint 5 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crashing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 4=212, 2=406, 5=167. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (fall) Vert: 1-2=54 Trapezoidal Loads (plo Vert: 2=0(F=27, B=27)-to-4=-115(F= 30, B=-30), 8=0(F=10, B=10)-to-5=-42(F— 11, B— 11) Joaquin VelezFENo.68182 &I USA Ina. FL Cod 6634 6904 Parke East BIV& Tampa FL 33610 Date: July 25,2019 QWARNING- VedrydssSr ssnus tersaed READ NOTES ON MIS AND INCLUDEDMREKREFERANCE PAGE MO.74"my. 10113ae15 BEFORE USE. Design valid for use only with MlresOconnectors. This design is based only upon parameters shown, and is for an Individual bull component not a huss system. Before use, the bullding designer must verlry the oppllcobllity, of doslgn parameters and property Incorporate MIs design Into the overall bulldingoeslgn. Bracing Indicated is to prevent buckling of lntlNldual truss web and/or chord members only. Addmonal temporary and permanent brocing It always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regording the fobrlcatlon. storage, delNery, erection and bracing of busses and buss systems ssaANStlIPII Guppy CmMo, DSO-89 and BCSI Bull Component Safety Informatbrovolloble from Truss Rate Institute. 218 N. Lee Sheet. Suae 31Z Alexandria, VA 22314. �■' I MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type �a Oly Ply 17,7719 FP/INDIAN RIVER ES T77691162 2027573 HJ7 DIAGONAL HIP GIRDER 6 1 Job Reference (optional) 8u11tlers FirsiSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Thu Jul 25 07:55:12 2019 Page 1 ID:xZpBkW mmOHCg6fGU W AKsgmGf2U-82oHAxGyOCFnirlau4iA3MGENbCXVOapW w3TlmyuaxD Scale=1:22.0 Plate Offsets (X,Y)-- I2:0-2-11,0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ved(LL) -0.08 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.22 6-7 >529 180 BCLL 0.0 Rep Stress lncr NO WB 0.75 Horz(CT) 0.01 5 n/a Na BCDL 10.0 Code FBC20177TPI2014 Matrix-MSH Weight: 441b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=294/Mechanical, 2=413/0-8-0, 5=299/Mechanical Max Harz 2=292(LC 8) Max Uplift 4=-298(LC 8), 2=233(LC 8), 5_ 53(LC 8) Max Grav 4=342(LC 13), 2=413(LC 1), 5=303(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-995/269 BOT CHORD 2-7=-515/977, 6-7=-515/977 WEBS 3-7=0/300, 3-6=-998/526 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=451t; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in at I areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. J) Bearings are assumed to be: , Joint 5 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=1b) 4=298, 2=233. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pl1) Vert: 1-2=54 Trapezoidal Loads (pit) ' Vert: 2=0(F=27, B=27)-1o4=-134(F=40, B=40), 8=0(F=10, B=10)-to-5=-49(F= 15, B=-15) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 66M 6904 Parke East Bind. Tampa FL 33610 Date: July 25,2019 O WANNMG-Vedlydaegnperameteman✓BEADNOTE50NMSANDWCLDDEDM?EKNEFEBANCEPAGEMG7473mv. 1&1XYL015BEF0NEBSE Design valid for use only Win MgekZ) connectors. This design Is based only upon parameters shown, and Is for on IndlVidual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulltlingdesign,&ocIngIndicated Istoprevent bucWhgofIndividual truss weband/or chord members any. Addlflonaltemporary and permanent bracing Miiek' Is always required for etablrty and to prevent collapse wim "ble personal injury and propeM damage. For general guldonce regarding me fabrication storage, delivery, erection and bracing of insses and fruss systems, seeAN8MII Quarry Cmedc, 098-09 and SCSI Building Component 6903 Parke East Bind. Sabfy Nfolmatbnwallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Temp., FL 3l Job Truss Type City Ply 17lI7/9 FP/INDIAN RIVER ES �russ T77691163 2027573 1 KINGPOST 2 1 Job Reference (optional) 'Builders Firs15ource (Plant City, FL), Plana City, FL- 33567, 8.240 s Jun 82019 MiTek Industries, Inc. Thu Jul 25 07:55:132019 Page 1 ID:xZpBkW mmOHCg6fGU W AKsgaCf2U-dELfNHHaBVNeHOKmSoDPbZoPo?ZOEccykapl rCyuaxC 7-0-0 k 14-0-0 15.4.0 r 1-0.0 7-0-0 7-0.0 I 1-40 Sx6 Q ax4 % ae- 3x4 O Beadle =1:27.0 m Ia Plate Offsets(X,Y)- [2:0-2-100-1-81.[3:03-80-2-8] [4:0-2-100-1-8116:0-4-00-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.22 6-12 >778 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) 0.18 6.12 >922 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MSH Weight: 54lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=590/0-3-8, 4=590/0-3-8 Max Horz 2=-154(LC 8) Max Uplift 2=-615(LC 10), 4=-615(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-729/1358; 3-4=-729/1358 BOT CHORD 2-6=-996/586, 4-6=-996/586 WEBS 3.6=-710/323 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc puffins. BOT CHORD Rigid ceiling directly applied or4-10-11 oc bracing. NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=24ft; eave=4X; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and" Exterior(2) -1-4-0 to 1-8-0. Intedor(1) 1-8-0 to 4-0-0. Exterior(2) 4-0-0 to 10-0-0, Intedor(1) 10-0-0 to 12-4-0, Extedor(2) 12-4-0 to 15-4-0zone; porch left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4t) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at)oint(s) except (1t=lb) 2=615, 4=615. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parka East BWd.Tampa FL 33610 Date: July 25,2019 AWARNMG-Verily design perametensendREAUNOTESONMISMI)1NCLUDEDMREKREFERANCEPAGEW747arev.10032015eEFOREUSE Design yard for use only with Mgea connectors. This design 6 based only upon parameters shown. and Is for an Individual building component, not a hum system. Before use. the building designer must verity the applicator ty of design parameters and propeay Incorporate this design Into the overall building design.&acing Indicated is to prevent bucNhB of hdMduol Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for sto lllty and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems seeAN3VrP11 Quality Goliath, D5549 and BCSI Building Component Safety Informatbnovalable from Truss Plate Mss6tute, 218 N. Lee Street. Suite 312. Alexandrlo. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Type OtY Ply 17?//9 FP/INDIAN RIVER ES JTruss 7P02___ T77691164 2027573 HIP 1 1 ' Job Reference (optional) -Builders RrstSource(Plant City, FL), Plant City, FL-33567. 8.240 s Jun 82019 MiTek Industries, Inc. Thu Jul 25 07:55:14 2019 Pagel ID:xZpBkWmmOHCg6fGUWAKsgmCf2U-5Rv2bdIC1pVVvxvy0Vle8nLfcPzpz4J6zDYaNtyua B -1-4-0 5.0.0 9.0-0 1440-0 15-40 1-0-0 5.0.0 4.0.0 5-0.0 1-4-o Scale=1:27.1 SA = 4x6 = 3x4 = - a uxr - 3x4 = 5-1-12 8-10-4 14 0 5-1-12 I 3-8-8 5-1-12 Plate Offsets (X Y)- f3:0-6-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) 1defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ved(LL) 0.09 7-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.08 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(CT) -0.03 5 n/a We BCDL 10.0 Code FBC2017lrP12014 Matrix-MSH Weight: 61 lb FT 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=915/0-3-8,5=915/0-3-8 Max Hom 2=-118(LC 6) Max Uplift 2=-844(LC 8). 5- 844(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1435/1288, 3A= 1257/1211, 4-5=-1435/1288 BOT CHORD 2-8=-1016/1299, 7-8=-1022/1301, 5-7=-1015/1248 BRACING - TOP CHORD Structural wood sheathing directly applied or4-6-11 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This taws has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. S) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=844 ,5=844. 8) Girder caries hip end with 5-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 288 lb down and 1891b up at 9-0'0, and 288lb down and 189 Ib up at 5-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAQ CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ' Uniform Loads (pIQ Vert: 13=-54, 3-4=-91(F= 37), 4-6=-54, 9-12=-34(F= 14) Concentrated Loads (lb) Vert: 3=-158(F) 4=-158(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNWG-V4Urydesign paramet...rdREAD NOTES ON TN/SAND NCLUDED MREKREFERANCEPAGEMIL74>9mv. fabb1e15BEFOREUSE valid for use only with MRak® connectors. This design Is based only upon parameters shown. and Is for an IndMduol building component, not MR a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only, AddlHonal temporary and permanent bidding MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deWery, erection and bracing of trusses and truss systems weMSVfpl l Quality Cmtidd, 03549 and SCSI Building Component 69U Parke East Blvd. Sarah InformatbrWollable from Truss Plate Institute. 218 N. We Street, Suite 312. Alexandria. VA22314. Tarn m. FL 33610 Job -- Truss Truss Type 'r Cry Ply 17777/9 FP/INDIAN RIVER ES T17691165 2027573 Vol GABLE 2 1 ' Job Reference (optional) romlaers nrstbource (want Urry, FL), VIM Uty, FL- 33567, 8.240 B Jun 6 Zan MI I eK mtlustries, Inca I hu Jul 25 07:55:15 2019 Page 1 ID:xZpBkW mmOHCg6fGUWAKsgaCf2U-ZdTOozJd7eMW hU9aDGth_ur4pLvXYFCt18v5yuaxA Scala =1:19.1 4,6 2 4 3x6 2.4 II 3z5 Plate Offsets (X Y)-- 12:0-3-2 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress ]net YES WB 0.09 Horz(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC20177TP12014 Matrix-SH Weight: 361b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. fits/size) 1=162/11-1-0,3=162/11-1-0,4=403/11-1-0 Malt Horz 1=-91(LC 8) Max Uplift 1— 91(LC 10), 3=-9l(LC 10), 4=-164(LC 10) Max Gmv 1=166(LC 19), 3=171(LC 16), 4=403(LC 1) FORCES. (Its) - Max. ComplMax. Ten. -All forces 250 fib) or less except when shown. WEBS 2-4=-244/310 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=5.Opsf; h=15h; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chard bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcumem with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) 4=164. Y Joaquin Velez PE Nc.68182 II USA, Ina FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date; July 25,2019 Q WARNING-Vedlydnsfgnperemeevs.dREAGN0M OW MIS AND INCLUDED MITEKREFER4NCEPA0E/AF74TJre1 1aNa2a15BEFOREUSE Design valid for use only with Mne1,10 connectors. This design Is broad only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated B to prevent bucNing oflndNldual tnusmeb end/or chord membersonly. Additional temporary and permanent bracing Is always required for stability and to prevent collapse Wth possible personal Injury and property damage. For general guidance regarding he fabrication, storage, delivery. erection and bracing of trusses and hose systems, seeAN5171PI1 GuoOy Cii DS649 and BCSI Building Component Safety Informafbrywollable from Truss Plate Insatote. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. MiTek- Gem Parka East Bind. Tampa, FL 33610 Job Truss Tors Type - Qty Ply 17/77/9 FPANDIAN RIVER ES Ti7691166 2027573 V02 Valley 2 1 - Job Reference motional) um,ucm.... lr,ou•vnp ry, rrmn Vny, rL-JJabr,0.44U b JU11 0 dU IU IWAr en,rmusNeJ, "'a. Ina JUr 40 U/ADa b 2ui FageI ID:xZpBkWmmOHCg6fGUWAKsgmC@U-ip1 o01JTTQmDBr3L7wn6DCQ2VDkiR7FPQXihRXyuax9 a 3-6-8 7A-0 3-6-8 3-6-8 Scale=1:13.9 4x6 1 2 2x4 i 2x4 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - rda 999 BCLL 0.0 Rep Stress their YES 6f/B 0.06 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 22 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=108/7-0-0,3=108/7-0-0,4=214/7-0-0 Max Hom 1=-54(LC 8) Max Uplift 1=-69(LC 10), 3=-69(LC 10), 4=-67(LC 10) Max Gmv 1=108(LC 1), 3=111(LC 16), 4=214(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160m oh (3-second gust) Vasd=124mph; TCDL=4.2psb BCDL=5.Opsf; hail 51t; B=45tt; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 3, 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 25,2019 AWARN/NG-9erftydesgnparemetersandREAONOTESONWISANOINCLUOEOMr KREFERANCEPAGEMX74 .v.10Da20156EFOREUSE Design valid for use only with M9ek® connectors. fik design Is based orry upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verty me opelceb0ity of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always real for stablllty and to prevent collapse with possible personol all and property damage. For general guidance regarding me fabricanoo storage, all erection and bracing of trusses and truss systems. weANSVIPIi Quality Criteria. DSS-09 and SCSI Building Component Sorely mroenaf orsavoilable from Lase Plate Insetufe. 218 N. lee Sheet. Suite 312. Mexcral lo. VA 22314. WOW 691 Parke East Blvd. Tampa. FL 33610 Jab Truss Truss Type City Ply 17f77/9 FP/INDIAN RIVER ES T77691167 2027573 V03 Valley 2 1 ' Job Reference (optional) -cuuuers nmrauurce trrmn ldty, rw, riam Idly, rL-JJb6/, • 1-6.8 1-6-5 0 d G b 2x4 4 n.[au s dun a zu r V run eF mausmes, Inc. I➢u dui [s U1:=1 b ZUl a Page 1 ID:xZpBkWmmOHCg6fGUWAKsgaCf2U-1 plo01JTTOmD8rJL7wn6DCO5TDIPR7EPDX1hRXyuax9 3x4 Q Scale = 1:6.5 6.00 1z 2 2x4 11 Plate Offsets (X,Y)-- f2:0-2-15,0-1-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES. GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrx-P Weight: 8lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-0 ac pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=67/3-0-0, 3=67/3-0-0 Max Horz 1=17(LC 9) Max Uplift 1=-32(LC 10), 3=-32(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Et¢ C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All beatings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 1I USA, Inc. FL Cad 6634 6904 Parke East Elvd. Tampa FL 33610 Date: July 25,2019 Q WARNING-Vsdfy desfgn paramefers end READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGEM14473 rev. 1GTYlet6 BEFORE USE Design void for use oniywlth WOOD connectors. This design Is based only upon parameters shown, and Is for an Individual builtlln8 component not a two system. Before use, me Dulltling designer must verily the applicability of design parameter and properly Incorporate this design Into me overall building desgn, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Adem.nal temporary and permanent bmdng M!Tek- 6alwaysmquiredforstabilityandtopreventcollomewIMpossiblepersonalinjuryandpropeMtlamage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of busses and buss system& see svr rl CuaOv criteria, D66d9 and SCSI Balding Component 69W Parke East BNtl. Safely Inlormv8omvollable from Truss Rate Institute. 218 N. We Street, Suite 31Z Alexandria VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. �/ldr For 4 x 2 orientation, locate plates OA4 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available In MTek 20/20 software or upon request. JIW*9r4a The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Li/ 7 Indicated by symbol shown and/or by Text in The bracing section of the output. Use T or I bracing If indicated. BEARING Indicates location where bearings '��no (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIrrPll : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, s Inslalling & Bracing of Metal Plate _ Connected Wood Trusses. Numbering System f 6-4-8 I dimensions shown Insixteenths t scale) II' -II (Drawings not to scale) 2 3 TOP CHORDS 0 Of O 2 U o. O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIIrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved I• I• W1 0 M iTe ke Mfrek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at Joint locations are regulated by ANSI/IPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft, spacing, or less, If no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPT 1 Quality Criteria. r 249 Maitland Avenue, Suite 3000 F D S Altamonte Springs, Florida01 P: (321)972-0491 1 F: (321)972-72-0484 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES October 30, 2019 Building Department Ref: Lot: Adams Homes Lot 17 B177 See 9 SCANNED Subdivision: Address: Indian River Estates 5810 Tangelo Dr. St Lucie County Model: 2117-B-RUG KA # 19-6807 Truss Company: Date of drawings Job No.: Wind Speed: Exposure: Truss Engineer: Builders First Source 7/25/19 2027573 160 C Joaquin Velez To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, Carl A. Brown, P.E. FL. # 56126 ,%%1911 r I lrr/ v�,epVD M. ea i ^.•`\GENg1,�0/2,p1. CVO No 82 FL_# 8226 Luis Pablo Torres P.E. �o�s�jYQ --�yyRR�ir P.E. FL.#87864 GOO �O "Doing Business with a Service Mindset and an Eye for Detail" CAUTIONI I I >• - DO NOT ATTEMPT TO cRc.T m m m F 1 c '` O m O O O O O O o o O o O O 'r i Q Q CJ1 ��1 J1 CJ J3 J5 y Y12 V LTED C ILING EX J7 EJ J7 w .7i EJ J7 EJ J7 T T T EJ 7-00-00 7-00-00 J7 T T T T zvnuL CEI c EJ J7 T T T EJ J7 T T i T T T EJ J7 J pEJ D + + + + J7 + + + + +++ ++ ++ 0 EJ J7 + + + + + ++ O EX J7 +++++ + +z + + Lr) ++a + + +� + + h EJ J7 + + + + + + + + + + EX J7 heal 9' yb ilde�+++ J7 EJ ++ + + + + + + + + � + + 03 EJ A C A A A 03 DO 2 pY CJ58 03 DOB o 02 CJ 0 o 3 5 4t� 02 C6 o 3 'aDD 1 P 02 CJ _ J1 U U U 0"ceiling 04 CJ1 U In in mtz os LU W UU u U D I CJ 0 J5 t 03 0 CJ V J3 1 1 CJ U W w U 17-04-00 7- 4-00 9-04-00 20-08-00 cur %V4: L) IITt�11421•Ili�i 1 ;ilf�llil•I �i !ne eNGmCewnG DRgWINGS AND BSCI l SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOYYING. 1) NUMBER OF GIRDER PLIES AND -a NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 31 SCAB DETAILS (IF REQUIRED) " 4)_UPLU'T AND GRAVITY REACTIONS. WARNING Baokohat0es Will Not Be Aaoeptod Regatdleaa of Fault Without Prior - Cannectlov. Tampo.q an, _ EXPOSED TO WIND ,_d f;_ _,.-. - v L ' ,Pamunant Braoin9 Antl Coiling Roof Diavhn9m connaRmn ROOF. PRCN:,.16112 ,S,CANNED =:<i: .,: CEIl1NG"PITCH: W12 Str+_�Ucie �OVInIry TOPCHOROSIZE: 2X4 SOTTOMCHORDSIZE: 2X4 '—" --- OVERHANG LENGTH: 16^ END CUT:PhAY CONNECTORS SCHEDULE ROOF TRUSS QT41DII MODEL ROOF UPLIFT SYM 0 1 A-11 LUS24 / JUS24 895 / 835 4901610 it, 8 A HTU26/ THD26 3600 / 3470 156512330 +ta 0 B HTU281 THD28 4680 / 5040 214012330 �t9 1 C HTU26-2 / THD26-2 3600 / 3355 2175 / 2340 J Lc 0 D HTU28-21 THD28-2 468015005 3485 / 2596 4 m 0 E HGUS26-2 / THDH26-2 5320 / 5245 2155/2340 4IE 0 F HGUS28-2 / THDH26-2 7460 / 8025 323513330 CIF 0 G HGUS26-3 / THDH26-3 5230I 5245 2155 / 2340 3 w 0 H HGUS28-3 / THDH28-3 7460 / 7835 3235 / 4370 i w 0 J THJA26 / HJC26 9100 / 8990 4095 / 4370 i t+ 3X8NOP vwn su Gtsavom tam ulua carmlwro eRon ro swawu ect¢auwra.Mroiaaumowaaiom auu:an aeceenec'............. IMPORTANT awawe caraacar c oc+saacrcnnaomr ThisMust Be Apatton And naw aeaolw wx wwmeaNswa racroat.wWit oemraormarna wr tlNORUtlRDGVE taao turn" Fection Ch Check Begin. For Your Protallon.hoor All gin. Fo Your .—acxrw. na«<axuwexrmma,nerlmura Dimanalons And Cand'Rlona Prior To Appm`al Of Plan' SIGNATURE BELOW INDICATES ALL ' ROOF LOADING FLOOR LOADING NOTES AND DINENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCOL: 07 PSF TCDL: 10 PSF DCDL- 10 PSF 'COL: 6 PSF BY Data_ TOTAL: 37 PSF TOTAL: 65 PSF DURATION: 1.21 DURATION: 1.00 CANTILEVER: - TRUSS SPACING: 24^ BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDUI Flp— PLAN DATE: 1 2019 RENSIONS: 1. 2. 3. 4. glamm 46OS Alrporl Road Plant City, FL 33563 Ph. (813) 305-1300 Fax (813) 305-1301 l %REVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications This check is only for review of general conformance with the design concept of the pmi=r! anr, .:i=neral comolianre wdr she information given Ir the :r:r••a%• ;pr -ne : ontraetor s responsible for ao•tf✓ ,; a•td :;o,eiating all quantities and dimen- sions sere :mg fabrication processes and techniques of constructio- ::oordinaling his work with that of all other trades and performing his work in a safe and satisfactory manner FLORIDA DESIGN SOLUTIONS, INC. Date /`�Z gy Submittal Bo. Project No. Project Eng Project Name; _